Steel Buildings in Europe

Title 5.4 Worked Example – Column Splice 5 of 8 5 – 97 The design resistance of the bolt group, F Rd,fp : b,Rd Rd Σ F F  if   v,Rd max b,Rd F F  b,Rd min fp Rd ) ( F n F  if max b,Rd v,Rd min b,Rd ) ( ) ( F F F   v,Rd fp Rd F n F  if   min b,Rd v,Rd F F  § 3.7 Shear resistance of bolts The shear resistance of a single bolt, F v,Rd = M2 v ub   f A Table 3.4 A factor to account for the long joint effect must be introduced if L j > 15 d § 3.8 15 d = 15  20 = 300 mm L j = 160 mm, < 15 d Therefore there is no long joint effect. Total thickness of flange pack, t pa = 30mm > 6, 7 3  d mm Therefore F v,Rd must be multiplied by a reduction factor β p . β p = pa 8 3 9 t d d  = 8 20 3 30 9 20     = 0,72 For M20 8.8 bolts, F v,Rd = 1, 25 245 0, 72 0, 6 800    × 10 -3 = 68 kN Bearing resistance Bearing resistance, F b,Rd = M2 u,p p 1 b   dt f k Table 3.4 For edge bolts, k 1 =        min 2,8 1,7; 2,5 0 2 d e =        1,7; 2,5 22 min 2,8 55 =   min 5,3; 2,5 = 2,5 For end bolts α b =         ; 1,0 ; 3 min u,p ub 0 1 f f d e =        ; 1,0 430 ; 800 3 22 40 min =   min 0,61; 1,86; 1,0 = 0,61 For inner bolts, α b =          ; 1,0 0,25; 3 min u,p ub 0 1 f f d p =         ; 1,0 430 0,25; 800 3 22 160 min =   min 2,17; 1,86; 1,0 = 1,0